ICC-ES Evaluation Report ESR-3904

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ICC-ES Evaluation Report ESR-3904 Reissued December 2020

This report is subject to renewal December 2021.

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ®

DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER:

HILTI, INC. EVALUATION SUBJECT:

HILTI KB-VTZ CARBON STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE

1.0 EVALUATION SCOPE

Compliance with the following codes:

2018, 2015, 2012 and 2009 International Building Code® (IBC)

2018, 2015, 2012 and 2009 International Residential Code® (IRC)

2013 Abu Dhabi International Building Code (ADIBC)† †The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC.

For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-3904 LABC and LARC Supplement.

Property evaluated:

Structural

2.0 USES

The Hilti KB-VTZ carbon steel anchor is used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f′c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1].

The 3/8-inch-diameter (9.5 mm) KB-VTZ carbon steel anchors may be installed in the topside of cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a minimum member thickness, hmin,deck, as noted in Table 5C of this report and a specified compressive strength, f′c, of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1].

The 3/8-inch-, 1/2-inch-, 5/8-inch- and 3/4-inch-diameter (9.5 mm, 12.7 mm, 15.9, mm and 19.1 mm) KB-VTZ carbon

steel anchors may be installed in the soffit of cracked and uncracked normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, f'c, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1].

The anchoring system complies with anchors as described in Section 1901.3 of the 2018 and 2015 IBC, Section 1909 of the 2012 IBC, and Section 1912 of the 2009 IBC. The anchoring system is an alternative to cast-in-place anchors described in Section 1908 of the 2012 IBC and Section 1911 of the 2009 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC.

3.0 DESCRIPTION

3.1 KB-VTZ:

KB-VTZ anchors are torque-controlled, mechanical expansion anchors. KB-VTZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and washer as illustrated in Figure 1. The stud and expansion elements are manufactured from carbon steel. KB-VTZ anchors have a minimum 5 μm (0.0002 inch) zinc plating that conforms to ASTM B633. The hex nut conforms to ASTM A563-04, Grade A.

The anchor body is composed of a high-strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three-section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element, which is in turn expanded against the wall of the drilled hole.

3.2 Concrete:

Normal-weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC.

3.3 Steel Deck Panels:

Steel deck panels must be in accordance with the configuration in Figures 5A, 5B, and 5C and have a minimum base steel thickness of 0.035 inch (0.899 mm). Steel must comply with ASTM A653/A653M SS Grade 40 with a minimum published yield strength of 40,000 psi (276 MPa).

4.0 DESIGN AND INSTALLATION

4.1 Strength Design:

4.1.1 General: Design strength of anchors complying with

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ESR-3904 | Most Widely Accepted and Trusted of 15

the 2018 and 2015 IBC, as well as Section R301.1.3 of the 2018 and 2015 IRC must be determined in accordance with ACI 318-14 Chapter 17 and this report.

Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report.

Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report.

Design parameters provided in Tables 3, 4, 5A, 5B, and 5C of this report are based on the 2018 and 2015 IBC (ACI 318-14) and the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable.

Strength reduction factors, , as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in Table 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, , as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. An example calculation in accordance with the 2018, 2015 and 2012 IBC is provided in Figure 6. The value of f′c used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable.

4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength, Nsa, of a single anchor in tension must be calculated in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable. The resulting Nsa values are provided in Table 4 of this report. Strength reduction factors corresponding to ductile steel elements may be used.

4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Ncb or Ncbg, respectively, must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of hef and kcr as given in Tables 4 or 5C, as applicable. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be calculated with kuncr as given in Table 4 and with Ψc,N = 1.0.

For KB-VTZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and 5B, calculation of the concrete breakout strength is not required.

4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in accordance with ACI 318-14 17.4.3.1 and 17.4.3.2 or ACI 318-11 D.5.3.1 and D.5.3.2, respectively, as applicable, in cracked and uncracked concrete, Np,cr and Np,uncr, respectively, is given in Table 4. For all design cases Ψc,P = 1.0. In accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, the nominal pullout strength in cracked concrete may be calculated in accordance with the following equation:

, , , (lb, psi) (Eq-1)

, , . (N, MPa)

In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout strength in tension may be calculated in accordance with the following equation:

, , , (lb, psi) (Eq-2)

, , . (N, MPa)

Where values for , and , are not provided in Table 4, the pullout strength in tension need not be evaluated.

The nominal pullout strength in cracked concrete of the KB-VTZ installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and 5B, are given in Tables 5A and 5B, respectively. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated in accordance with Eq-1, whereby the value of Np,deck,cr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the value of Np,deck,uncr must be substituted for Np,uncr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator.

4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, Vsa, of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, is given in Table 4 of this report and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. D-29, as applicable. The shear strength, Vsa,deck, of the KB-VTZ installed in the soffit of sand-lightweight or normal-weight concrete over steel deck floor and roof assemblies, as shown in Figures 5A and 5B are given in Tables 5A and 5B, respectively.

4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength, Vb, must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2, as applicable, based on the values provided in Table 4. The value of ℓe used in ACI 318-14 Eq. 17.5.2.2a or ACI 318-11 Eq. D-33 must be taken as no greater than the lesser of hef or 8da.

For carbon steel KB-VTZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and 5B, calculation of the concrete breakout strength in shear is not required.

4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength


of a single anchor or group of anchors, Vcp or Vcpg, respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, modified by using the value of kcp provided in Table 4 of this report and the value of Ncb or Ncbg as calculated in Section 4.1.3 of this report.

For KB-VTZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5A and 5B, calculation of the concrete pry-out strength in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3 is not required.

4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2018 and 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318-08 D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, as applicable.

The anchors comply with ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, as ductile steel elements and must be designed in accordance with ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6 or 17.2.3.7; or ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7; ACI 318-08 D.3.3.4, D.3.3.5 or D.3.3.6, as applicable. Strength reduction factors, , are given in Table 4 of this report. The anchors may be installed in Seismic Design Categories A through F of the IBC.

4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318-14 17.4.1 and 17.4.2 or ACI 318-11 D.5.1 and D.5.2, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the appropriate pullout strength in tension for seismic loads, Np,eq, described in Table 4 or Np,deck,cr described in Tables 5A and 5B must be used in lieu of Np, as applicable. The value of Np,eq or Np,deck,cr may be adjusted by calculation for concrete strength in accordance with Eq-1 and Section 4.1.4 whereby the value of Np,deck,cr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. If no values for Np,eq are given in Table 4, the static design strength values govern. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and D.6.3, respectively, as applicable, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal steel strength for seismic loads, Vsa,eq described in Table 4 or Vsa,deck described in Tables 5A and 5B must be used in lieu of Vsa, as applicable.

4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the design must be performed in accordance with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable.

4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and D.8.3, respectively, as applicable, values of smin and cmin as given in Table 3 of this report must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11 D.8.5, as applicable, minimum

member thicknesses hmin as given in Table 3 of this report must be used. Additional combinations for minimum edge distance, cmin, and spacing, smin, may be derived by linear interpolation between the given boundary values as described in Figures 3 and 4.

For KB-VTZ anchors installed on the top of normal-weight or sand-lightweight concrete over profile steel deck floor and roof assemblies, the anchor must be installed in accordance with Table 5C and Figure 5C.

For KB-VTZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Figures 5A and 5B and shall have an axial spacing along the flute equal to the greater of 3hef or 1.5 times the flute width.

4.1.11 Requirements for Critical Edge Distance: In applications where c < cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, must be further multiplied by the factor Ψcp,N as given by Eq-3:

, (Eq-3)

whereby the factor Ψcp,N need not be taken as less than

ac

ef

ch1.5 . For all other cases, Ψcp,N = 1.0. In lieu of using ACI

318-14 17.7.6 or ACI 318-11 D.8.6, as applicable, values of cac must comply with Table 3 and values of cac,deck,top must comply with Table 5C.

4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor λa equal to 0.8λ

is applied to all values of cf affecting Nn and Vn.

For ACI 318-14 (2018 and 2015 IBC), ACI 318-11 (2012 IBC) and ACI 318-08 (2009 IBC), λ shall be determined in accordance with the corresponding version of ACI 318.

For anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required.

4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows:

Tallowable,ASD =

nN

Vallowable,ASD = nV

where:

Tallowable,ASD = Allowable tension load (lbf or kN).

Vallowable,ASD = Allowable shear load (lbf or kN).

Nn = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, and Section 4.1 of this report, as applicable (lbf or kN).


Vn = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, and Section 4.1 of this report, as applicable (lbf or kN).

α = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, α must include all applicable factors to account for nonductile failure modes and required over-strength.

The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes in shown in Table 6.

4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable, as follows:

For shear loads Vapplied ≤ 0.2Vallowable,ASD, the full allowable load in tension must be permitted.

For tension loads Tapplied ≤ 0.2Tallowable,ASD, the full allowable load in shear must be permitted.

For all other cases:

,+

,≤1.2 (Eq-4)

4.3 Installation: Installation parameters are provided in Tables 1 and 5C and Figures 2, 5A, 5B, and 5C. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KB-VTZ must be installed in accordance with manufacturer’s published installation instructions and this report. In case of conflict, this report governs. Anchors must be installed in holes drilled into the concrete using carbide-tipped masonry drill bits complying with ANSI B212.15-1994. The minimum drilled hole depth is given in Table 1. Prior to installation, dust and debris must be removed from the drilled hole to enable installation to the stated embedment depth. The anchor must be hammered into the predrilled hole until hnom is achieved. The nut must be tightened against the washer until the torque values specified in Table 1 are achieved. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figures 5A and 5B.

4.4 Special Inspection:

Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2018, 2015 and 2012 IBC; Section 1704.15 and Table 1704.4 of the 2009 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, anchor spacing, edge distances, concrete member thickness, tightening torque, hole dimensions, anchor embedment and adherence to the manufacturer’s printed installation instructions. The special inspector must be present as often as required in accordance with the “statement of special inspection.”

Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable.

5.0 CONDITIONS OF USE

The Hilti KB-VTZ anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to the following conditions:

5.1 Anchor sizes, dimensions, minimum embedment depths and other installation parameters are as set forth in this report.

5.2 The anchors must be installed in accordance with the manufacturer’s published instructions and this report. In case of conflict, this report governs.

5.3 Anchors must be limited to use in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f'c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1], and cracked and uncracked normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, f'c, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1].

5.4 The values of f'c used for calculation purposes must not exceed 8,000 psi (55.1 MPa).

5.5 Strength design values must be established in accordance with Section 4.1 of this report.

5.6 Allowable design values are established in accordance with Section 4.2.

5.7 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3, 4 and 5C and Figures 2, 3, 4, 5A, 5B, and 5C.

5.8 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed.

5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report.

5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > fr), subject to the conditions of this report.

5.11 Anchors may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report.

5.12 Where not otherwise prohibited in the code, KB-VTZ anchors are permitted for use with fire-resistance-rated construction provided that at least one of the following conditions is fulfilled:

Anchors are used to resist wind or seismic forces only.

Anchors that support a fire-resistance-rated envelope or a fire- resistance-rated membrane are


protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards.

Anchors are used to support nonstructural elements.

5.13 Use of zinc-coated anchors is limited to dry, interior locations.

5.14 Special inspection must be provided in accordance with Section 4.4.

5.15 Anchors are manufactured for Hilti, Inc. under an approved quality control program with inspections by ICC-ES.

6.0 EVIDENCE SUBMITTED

6.1 Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2017 (editorially revised April 2018), which incorporates requirements in ACI 355.2-07 / ACI 355.2-04 for use in cracked and uncracked concrete.

6.2 Quality-control documentation.

7.0 IDENTIFICATION

7.1 The anchors are identified by packaging labeled with the report holder’s name (Hilti, Inc.) and contact information, anchor name, anchor size, and evaluation report number (ESR-3904). The anchors have the letters KB-VTZ embossed on the anchor stud and a length identification marking according to Figure 1 and Table 2.

7.2 The report holder’s contact information is the following:

HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com [email protected]

www.us.hilti.com

mailto:[email protected]


FIGURE 1—HILTI KB-VTZ COMPONENTS

TABLE 1—KB-VTZ SETTING INFORMATION

SETTING INFORMATION Symbol Units Nominal anchor diameter (in.)

3/8 1/2 5/8 3/4

Anchor O.D. da in. 3/8 1/2 5/8 3/4

(mm) (10) (13) (16) (19)

Nominal bit diameter dbit in. 3/8 1/2 5/8 3/4

Effective min. embedment hef in. 11/2 2 2 31/4 23/4 4 31/8 43/4

(mm) (38) (51) (51) (83) (70) (102) (79) (121)

Nominal embedment hnom in. 113/16 25/16 21/2 33/4 35/16 49/16 33/4 53/8

(mm) (46) (59) (64) (95) (84) (116) (95) (137)

Min. hole depth ho in. 2 21/2 23/4 4 35/8 47/8 41/16 511/16

(mm) (51) (64) (70) (102) (92) (124) (103) (144)

Installation torque Tinst ft.-lb 20 40 60 110

(N-m) (27) (54) (81) (149)

Min. dia. of hole in fastened part

dh in. 7/16 9/16 11/16 13/16

(mm) (11.1) (14.3) (17.5) (20.6)

Standard anchor lengths ℓanch in. 3 33/4 5 33/4 41/2 51/2 43/4 6 51/2 7

(mm) (76) (95) (127) (95) (114) (140) (121) (152) (140) (178)

For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 0.00689 MPa. For pound-inch units: 1 mm = 0.0394 inches.

FIGURE 2—KB-VTZ INSTALLATION DIMENSIONS

TABLE 2—KB-VTZ LENGTH IDENTIFICATION SYSTEM

Length ID marking on bolt head A B C D E F G H I J K L M N O P Q R S T U V W

Length of anchor, ℓanch (inches)

From 11/2 2 21/2 3 31/2 4 41/2 5 51/2 6 61/2 7 71/2 8 81/2 9 91/2 10 11 12 13 14 15

Up to but not including

2 21/2 3 31/2 4 41/2 5 51/2 6 61/2 7 7 1/2 8 81/2 9 91/2 10 11 12 13 14 15 16


TABLE 3—KB-VTZ DIMENSIONAL DESIGN INFORMATION FOR INSTALLATION IN CONCRETE

DESIGN INFORMATION Symbol Units Nominal anchor diameter

3/8 1/2 5/8 3/4

Anchor O.D. da in. 0.375 0.5 0.625 0.75

(mm) (10) (13) (16) (19)

Effective min. embedment1 hef in. 11/2 2 2 31/4 23/4 4 31/8 43/4

(mm) (38) (51) (51) (83) (70) (102) (79) (121)

Min. member thickness2 hmin in. 31/4 4 4 6 6 7 6 10

(mm) (83) (102) (102) (152) (152) (178) (152) (254)

Critical edge distance cac in. 6 8 8 5 6 9 11 16

(mm) (152) (203) (203) (127) (152) (229) (279) (406)

Min. edge distance

cmin in. 23/4 21/4 31/4 23/4 51/2 41/4 5 6

(mm) (70) (57) (83) (70) (140) (108) (127) (152)

for s ≥ in. 9 33/4 10 6 11 41/4 6 61/2

(mm) (229) (95) (254) (152) (279) (108) (152) (165)

Min. anchor spacing

smin in. 31/2 31/4 41/2 4 6-1/2 41/4 5 6

(mm) (89) (83) (114) (102) (165) (108) (127) (152)

for c ≥ in. 6 51/4 6 5 61/2 41/4 6 61/2

(mm) (152) (133) (152) (127) (165) (108) (152) (165)

For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 0.00689 MPa. For pound-inch units: 1 mm = 0.0394 inches. 1 See Fig. 2. 2 For sand-lightweight or normal-weight concrete over metal deck, see Figures 5A, 5B, and 5C and Tables 5A, 5B, and 5C.

FIGURE 3—DESIGN DIMENSIONS FOR INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING

FIGURE 4—INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING

edge distance c

spac

ing

s

cdesign

sdesign

cmin at s ≥

smin at c ≥

hmin

edge distance c

spac

ing

s

cdesign

sdesign

cmin at s ≥

smin at c ≥

hmin


TABLE 4—KB-VTZ STRENGTH DESIGN INFORMATION FOR INSTALLATION IN CONCRETE2


3/8 1/2 5/8 3/4

Anchor O.D. da in. 0.375 0.5 0.625 0.75

(mm) (10) (13) (16) (19)

Effective min. embedment1 hef in. 11/2 2 2 31/4 23/4 4 31/8 43/4

(mm) (38) (51) (51) (83) (70) (102) (79) (121)

Strength in tension, steel failure modes

Min. specified yield stress fy lb/in.2 89,500 83,500 83,500 75,500

(N/mm2) (616) (576) (576) (520)

Min. specified ult. stress futa lb/in.2 111,500 104,500 104,500 94,500

(N/ mm2) (770) (720) (720) (650)

Effective tensile stress area Ase,N in.2 0.0538 0.1030 0.1582 0.2386

(mm2) (34.7) (66.5) (102) (154)

Steel strength in tension Nsa lb 6,000 10,770 16,530 22,550

(kN) (26.7) (47.9) (73.5) (100.3)

Strength reduction factor for tension, steel failure modes8

0.75

Strength in tension, concrete failure modes Concrete breakout calculation effectiveness factor kuncr, uncracked concrete

24

Pullout strength, uncracked concrete4

Np,uncr lb 2,120 2,490 3,050 5,460 4830 6,310

NA 10,570

(kN) (9.4) (11.1) (13.6) (24.3) (21.5) (28.1) (47.0)

Mean axial stiffness, uncracked concrete10 uncr

lb/in. 199,000 157,000 183,000 88,500 229,000 234,500 170,000 218,500

(kN/m) 34,800 27,500 32,100 15,500 40,100 41,100 29,800 38,300 Concrete breakout calculation effectiveness factor kcr, cracked concrete6,7

17 21 17

Pullout strength, cracked concrete4

Np,cr lb 1,190 2,040

NA 3,260

NA 4,900

NA (kN) (5.3) (9.1) (14.5) (21.8)

Mean axial stiffness, cracked concrete cr

lb/in. 85,500 59,000 84,000 63,000 78,000 109,000 97,000 74,500

(kN/m) 15,000 10,400 14,700 11,100 13,700 19,100 17,000 13,100

Pullout strength, seismic4 Np,eq lb 1,190 2,040

NA 3,260

NA 4,900

NA (kN) (5.3) (9.1) (14.5) (21.8)

Anchor category5 1

Strength reduction factor for tension, concrete failure modes, Condition B9

0.65

Strength in shear, steel failure modes

Steel strength in shear Vsa lb 1,930 2,730 4,620 8,860 10,330 10,620

(kN) (8.6) (12.2) (20.5) (39.4) (46.0) (47.2)

Steel strength in shear, seismic3

Vsa,eq lb 1,930 2,480 4,620 6,040 9,010 10,310

(kN) (8.6) (11.0) (20.5) (26.8) (40.1) (45.8)

Strength reduction factor for shear, steel failure modes9

0.65

Strength in shear, concrete failure modes Coefficient for pryout strength, kcp 1.0 2.0 Strength reduction factor for shear, concrete failure modes, Condition B9

0.70

For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 0.00689 MPa. For pound-inch units: 1 mm = 0.0394 inches. 1 See Fig. 2. 2 For sand-lightweight or normal-weight concrete over metal deck, see Figures 5A, 5B, and 5C and Tables 5A, 5B, and 5C. 3 See Section 4.1.8 of this report. 4 For all design cases Ψc,P =1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 5 See ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. 6 See ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable. 7 For all design cases Ψc,N =1.0. The appropriate effectiveness factor for cracked concrete (kcr) or uncracked concrete (kuncr) must be used. 8 The KB-VTZ is a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. 9 For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 10 Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application.


TABLE 5A—KB-VTZ TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5A1,2,3.4

DESIGN INFORMATION Symbol Units Anchor Diameter

3/8 1/2 5/8 3/4

Effective Embedment Depth hef in. 11/2 2 2 31/4 23/4 4 31/8 43/4

(mm) (38) (51) (51) (83) (70) (102) (79) (121)

Minimum Hole Depth ho in. 2 21/2 23/4 4 35/8 47/8 41/16 511/16

(mm) (51) (64) (70) (102) (92) (124) (103) (144)

Strength in tension

Pullout Resistance, uncracked concrete 5 Np,deck,uncr lb 1,160 2,010 1,700 3,180 2,410 2,410 3,550 3,550

(kN) (5.2) (8.9) (7.6) (14.1) (10.7) (10.7) (15.8) (15.8)

Pullout Resistance, cracked concrete 6 Np,deck,cr lb 650 1,650 1,340 1,900 1,930 1,870 3,110 2,960

(kN) (2.9) (7.3) (6.0) (8.5) (8.6) (8.3) (13.8) (13.2)

Pullout Resistance, seismic 6 Np,deck,eq lb 650 1,650 1,340 1,900 1,930 1,870 3,110 2,960

(kN) (2.9) (7.3) (6.0) (8.5) (8.6) (8.3) (13.8) (13.2)

Strength in shear

Steel Strength in Shear 7 Vsa,deck lb 1,530 1,810 2,500 4,220 3,680 3,680 3,010 3,010

(kN) (6.8) (8.1) (11.1) (18.8) (16.4) (16.4) (13.4) (13.4)

Steel Strength in Shear, Seismic 8 Vsa,deck,eq lb 1,390 1,730 2,500 4,220 2,500 2,500 3,010 3,010

(kN) (6.2) (7.7) (11.1) (18.8) (11.1) (11.1) (13.4) (13.4)

For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 0.00689 MPa. For pound-inch units: 1 mm = 0.0394 inches. 1 Installations must comply with Sections 4.1.10 and 4.3 and Figure 5A of this report. 2 The values for � in tension and �i in shear can be found in Table 4 of this report. 3 The characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f 'c / 3000)1/2 for psi or (f 'c / 20.7)1/2 for MPa [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 4 Evaluation of concrete breakout capacity in accordance with ACI 318-14 17.4.2, 17.5.2 and 17.5.3 or ACI 318-11 D.5.2, D.6.2, and D.6.3, as applicable, is not required for anchors installed in the deck soffit. 5 The values listed must be used in accordance with Section 4.1.4 of this report. 6 The values listed must be used in accordance with Sections 4.1.4 and 4.1.8.2 of this report. 7 The values listed must be used in accordance with Section 4.1.5 of this report. 8 The values listed must be used in accordance with Section 4.1.8.3 of this report. Values are applicable to both static and seismic load combinations.

FIGURE 5A—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – W DECK1,2

1 Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum 1/8-inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 2Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum concrete thickness above the upper flute is satisfied and the minimum hole clearance of 5/8 in. is satisfied.


TABLE 5B—HILTI KB-VTZ ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5B1,2,3,4

DESIGN INFORMATION Symbol Units Anchor Diameter

3/8 1/2 5/8

Effective Embedment Depth hef in. 11/2 2 2 31/4 23/4

(mm) (38) (51) (51) (83) (70)

Minimum Hole Depth ho in. 2 21/2 23/4 4 35/8

mm) (51) (64) (70) (102) (92)

Strength in tension

Pullout Resistance, uncracked concrete 5 Np,deck,uncr lb 1,180 1,540 1,870 2,690 2,380

(kN) (5.2) (6.9) (8.3) (12.0) (10.6)

Pullout Resistance, cracked concrete 6 Np,deck,cr lb 660 1,260 1,470 1,600 1,910

(kN) (2.9) (5.6) (6.5) (7.1) (8.5)

Pullout Resistance, seismic 6 Np,deck,eq lb 660 1,260 1,470 1,600 1,910

(kN) (2.9) (5.6) (6.5) (7.1) (8.5)

Strength in shear

Steel Strength in Shear 7 Vsa,deck lb 1,750 2,550 2,080 3,490 2,310

(kN) (7.8) (11.3) (9.3) (15.5) (10.3)

Steel Strength in Shear, Seismic 8 Vsa,deck,eq lb 1,590 2,450 2,080 3,490 1,570

(kN) (7.1) (10.9) (9.3) (15.5) (7.0)

For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 psi = 0.00689 MPa. For pound-inch units: 1 mm = 0.0394 inches. 1 Installations must comply with Sections 4.1.10 and 4.3 and Figure 5B of this report. 2 The values for p in tension and sa in shear can be found in Table 4 of this report. 3 The characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f 'c / 3,000)1/2 for psi or (f 'c / 20.7)1/2 for MPa [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 4 Evaluation of concrete breakout capacity in accordance with ACI 318-14 17.4.2, 17.5.2 and 17.5.3 or ACI 318-11 D.5.2, D.6.2, and D.6.3, as applicable, is not required for anchors installed in the deck soffit. 5 The values listed must be used in accordance with Section 4.1.4 of this report. 6 The values listed must be used in accordance with Sections 4.1.4 and 4.1.8.2 of this report. 7 The values listed must be used in accordance with Section 4.1.5 of this report. 8 The values listed must be used in accordance with Section 4.1.8.3 of this report. Values are applicable to both static and seismic load combinations.

FIGURE 5B—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – B DECK1,2

1 Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum 1/8-inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 2 Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 5B provided the concrete thickness above the upper flute is satisfied and the minimum hole clearance of 5/8-inch is satisfied.


TABLE 5C—HILTI KB-VTZ ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOPSIDE OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5C1,2,3,4


3/8

Effective Embedment Depth hef in. 11/2 2

(mm) (38) (51)

Nominal Embedment Depth hnom in. 113/16 25/16

(mm) (46) (59)

Minimum Hole Depth h0 in. 2 21/2

(mm) (51) (64)

Minimum concrete thickness5 hmin,deck in. 21/4 31/4

(mm) (57) (83)

Critical edge distance cac,deck,top in. 6 5

(mm) (152) (127)

Minimum edge distance cmin,deck,top in. 6 2-3/4

(mm) (152) (70)

Minimum spacing smin,deck,top in. 51/2 6

(mm) (140) (152)

Required Installation Torque Tinst ft.-lb 20 20

(N-m) (27) (27)

For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 0.00689 MPa. For pound-inch units: 1 mm = 0.0394 inches. 1 Installation must comply with Sections 4.1.10 and 4.3 and Figure 5C of this report. 2 For all other anchor diameters and embedment depths refer to Table 3 for applicable values of hmin, cmin, and smin. 3 Design capacity shall be based on calculations according to values provided in Table 4 of this report. 4 Applicable for a concrete thickness above the upper flute of metal deck less than hmin as shown in Table 3 of this report. For a concrete thickness above the upper deck flute equal to or greater than hmin shown in Table 3 refer to all setting information and values in Table 3. 5 Minimum concrete thickness refers to concrete thickness above upper flute. See Figure 5C.

FIGURE 5C—INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – B DECK1,2

1 Refer to Table 5C for setting information for anchors installed over the topside of concrete-filled metal deck assemblies. 2 Applicable for 21/4-in ≤ hmin < 4-in. For hmin ≥ 4-inch use setting information in Table 3 of this report.


TABLE 6—EXAMPLE ALLOWABLE STRESS DESIGN LOADS (30% DEAD LOAD, 70% LIVE LOAD) FOR ILLUSTRATIVE PURPOSES

Nominal Anchor diameter (in.)

Embedment depth Allowable tension load for f’c = 2,500 psi

in. (mm) lb (kN)

3/8 11/2 (38) 931 (4.1)

2 (51) 1,090 (4.9)

1/2 2 (51) 1,340 (6.0)

31/4 (83) 2,400 (10.7)

5/8 23/4 (79) 2,120 (9.4)

4 (102) 2,770 (12.3)

3/4 31/8 (95) 2,910 (13.0)

43/4 (121) 4,640 (20.6)

For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 0.00689 MPa. For pound-inch units: 1 mm = 0.0394 inches. 1 Single anchors with static tension load only. 2 Concrete determined to remain uncracked for the life of the anchorage. 3 Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic loading). 4 30% dead load and 70% live load with controlling LRFD load combination 1.2D + 1.6 L. 5 Calculation of the weighted average α = (0.3*1.2 + 0.7*1.6)/1.0 = 1.48. 6 f 'c = 2,500 psi (normal weight concrete). 7 ca1 = ca2 ≥ cac 8 h ≥ hmin 9 Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) is not provided, as applicable.

FIGURE 5—INSTALLATION INSTRUCTIONS


Given: Two 1/2-inch KB-VTZ anchors with hef = 3.25

in. under static tension load with installation dimensions shown in the figure to the right

Normal weight concrete with f'c = 3,000 psi 30% dead load, 70% live load No supplementary reinforcement (Condition

B per ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable)

Assume cracked concrete since no concrete condition information is available

Needed: Using Allowable Stress Design (ASD), calculate the allowable tension load for this configuration.

Calculation per ACI 318-14 Chapter 17, ACI 318-11 Appendix D and this report ACI 318-14 Ref.

ACI 318-11 Ref.

Report Ref.

Step 1. Calculate steel capacity, ∙ ∙

∙ ∙ ∙ ∙ ∙ 0.75 ∙ 2 ∙ 0.103 ∙ 104,500 16,145 17.3.3(a) D.4.3(a) Table 4

Check whether is not greater than 1.9 fya and 125,000 psi.

1.9 ∙ 1.9 ∙ 83,500 158,650 125,000 104,500 ∴ 17.4.1.2 D.5.1.2 §4.1.2

Step 2. Calculate concrete breakout strength of anchor in tension using steps 2a through 2h

Step 2a. Verify minimum member thickness, spacing and edge distance:

6 . 6 . ∴

.

3.25

For 7 ., 6 2.75 7 3.25 7.81 6 ∴

17.7

D.8

Table 3

Figure 3

Figure 4

Step 2b. Calculate and for the group:

9 9 ∙ 3.25 95.1 .

1.5 3 1.5 ∙ 3.25 7 3 ∙ 3.25 6 187 . 2 ∙ 190 ∴ 17.4.2.1 D.5.2.1 Table 4

Step 2c. Determine , : ′ 0 ∴ , 1.0 17.4.2.4 D.5.2.4 -

Step 2d. Calculate breakout capacity of a single anchor

. 17 ∙ 1.0 ∙ 3,000 ∙ 3.25 . 5456 . 17.4.2.2 D.5.2.2 Table 4

Step 2e. Determine , : , 1.5 ∙ ∴ , 1.0 17.4.2.5 D.5.2.5 Table 4

Step 2f. Determine , : , 1.0 for both cracked and uncracked concrete with and from Table 4. 17.4.2.6 D.5.2.6 Table 4

Step 2g. Determine , : , 1.0 for cracked concrete. - - § 4.1.10

Table 4

Step 2h. Calculate ∙ ∙ ∙ , ∙ , ∙ , ∙ , ∙ 0.65 ∙ ∙ 1.0 ∙ 1.0 ∙ 1.0 ∙ 1.0 ∙ 5456 6,977 17.4.2.1 17.3.3(c)

D.5.2.1 D.4.3(c)

§ 4.1.3 Table 4

Step 3. Check pullout strength: Table 3, ∙ ∙ , ∙,

0.65 ∙ 2 ∙ 3260 ∙,

4,642 17.4.3.2

17.3.3(c)

D.5.3.2 D.4.3(c)

§ 4.1.4

Table 4

Step 4. Controlling strength: ∙ ∙ 16,145 ; ∙ 6,977 ; ∙ ∙ , 4,642

∴ 17.3.1.2 D.4.1.2 Table 4

Step 5. To convert to ASD with 30% DL and 70% LL,

4,642/ 1.2 ∙ 0.3 1.6 ∙ 0.7 /1.0 3,136

- - § 4.2

FIGURE 6—EXAMPLE CALCULATION



ICC-ES Evaluation Report ESR-3904 LABC and LARC Supplement Reissued December 2020 This report is subject to December 2021.




HILTI KB-VTZ CARBON STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE

Purpose: The purpose of this evaluation report supplement is to indicate that the Hilti KB-VTZ carbon steel anchors in cracked and uncracked concrete, described in ICC-ES evaluation report ESR-3904, have also been evaluated for compliance with the codes noted below as adopted by Los Angeles Department of Building and Safety (LADBS).

Applicable code editions: 2020 City of Los Angeles Building Code (LABC) 2020 City of Los Angeles Residential Code (LARC)

2.0 CONCLUSIONS The Hilti KB-VTZ carbon steel anchors in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the evaluation report ESR-3904, comply with LABC Chapter 19, and LARC, and are subject to the conditions of use described in this report.

3.0 CONDITIONS OF USE The Hilti KB-VTZ carbon steel anchors in cracked and uncracked concrete described in this evaluation report supplement must comply with all of the following conditions:

• All applicable sections in the evaluation report ESR-3904.

• The design, installation, conditions of use and labeling of the anchors are in accordance with the 2018 International Building Code® (2018 IBC) provisions noted in the evaluation report ESR-3904.

• The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable.

• Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted.

• The allowable and strength design values listed in the evaluation report and tables are for the connection of the anchors to the concrete. The connection between the anchors and the connected members shall be checked for capacity (which may govern).

• For the design of wall anchorage assemblies to flexible diaphragms, the anchor shall be designed per the requirements of City of Los Angeles Information Bulletin P/BC 2020-071.

This supplement expires concurrently with the evaluation report, reissued December 2020.




ICC-ES Evaluation Report ESR-3904 FBC Supplement

Reissued December 2020 This report is subject to renewal December 2021.




HILTI KB-VTZ CARBON STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE

Purpose:

The purpose of this evaluation report supplement is to indicate that the Hilti KB-VTZ Carbon Steel Anchors in cracked and uncracked concrete, described in ICC-ES evaluation report ESR-3904, have also been evaluated for compliance with the codes noted below.

Applicable code editions:

2017 Florida Building Code—Building

2017 Florida Building Code—Residential

2.0 CONCLUSIONS

The Hilti KB-VTZ Carbon Steel Anchors in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the evaluation report ESR-3904, comply with the Florida Building Code—Building and the Florida Building Code—Residential, provided the design and installation are in accordance with the 2015 International Building Code® provisions noted in the evaluation report.

Use of the Hilti KB-VTZ Carbon Steel Anchors in cracked and uncracked concrete for use in dry, interior locations have also been found to be in compliance with the High-Velocity Hurricane Zone Provisions of the Florida Building Code—Building and the Florida Building Code—Residential.

For products falling under Florida Rule 9N-3, verification that the report holder’s quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by the Commission).

This supplement expires concurrently with the evaluation report, reissued December 2020.


ICC-ES Evaluation Report ESR-3904

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